CN113279388A - Foundation treatment system adopting combination of cyclic pressurization, pressure relief and dewatering grouting and construction method thereof - Google Patents
Foundation treatment system adopting combination of cyclic pressurization, pressure relief and dewatering grouting and construction method thereof Download PDFInfo
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- CN113279388A CN113279388A CN202110576172.3A CN202110576172A CN113279388A CN 113279388 A CN113279388 A CN 113279388A CN 202110576172 A CN202110576172 A CN 202110576172A CN 113279388 A CN113279388 A CN 113279388A
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- negative pressure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0053—Production methods using suction or vacuum techniques
Abstract
The invention provides a foundation treatment system adopting circular pressure relief and precipitation combined grouting and a construction method thereof.A plurality of drainage structures penetrate through a stratum to be below an underground water level, are hollow, are provided with water permeable holes at the bottoms and are communicated with the underground water level, and are divided into a pressurization drainage structure and a negative pressure drainage structure; the supercharging device is connected with each supercharging drainage structure through a supercharging pipeline, the negative pressure device is connected with each negative pressure drainage structure through a negative pressure pipeline, and the grouting device is connected with the supercharging drainage structure and the negative pressure drainage structure through a grouting pipeline. According to the invention, a pressurizing and negative pressure drainage structure penetrates through a soft foundation, the drainage consolidation efficiency is improved through circulating inflation pressurization and air suction negative pressure, and a natural sealing section is formed by utilizing underground water in combination with super vacuum, namely deep holes of a vertical drainage system, so that the problem of vacuum degree attenuation along with depth is solved; vacuum dewatering is combined with grouting and reinforcement to strengthen the bearing capacity of foundation soil, the compressibility of the soil body is reduced, and the reinforcing treatment effect of soft soil in the foundation and the foundation pit is further improved.
Description
Technical Field
The invention relates to treatment of a soft foundation, in particular to a foundation treatment system adopting combined grouting of cyclic pressurization, pressure relief and precipitation and a construction method thereof.
Background
In China, soft foundation soil, in particular silt and silt soft soil, is widely distributed in coastal areas. The soil has the characteristics of high water content, poor permeability and low strength, and foundation treatment is required before the foundation is utilized. At present, reinforcing treatment methods such as drainage consolidation, vibration compaction, reinforced soil body and the like are commonly adopted, various commonly used foundation treatment schemes are singly used, and the defects exist, such as higher manufacturing cost and relatively difficult quality control of lime piles, jet grouting piles, pipe pile methods and the like; the vacuum preloading method and the stacking preloading method have relatively long construction periods, the foundation is slowly consolidated, and the problems that a vertical drainage channel is additionally arranged, the loss of negative pressure along the way is fast in the process of transferring the negative pressure to deep foundation soil along a plastic drainage plate and the like exist.
The deep foundation pit excavation is carried out in soft foundation soil, the inner swelling of the pit and the outer surface settlement deformation of the pit are caused, the deformation can possibly cause adverse effects and harm to the surrounding environment, and grouting, rotary spraying grouting, pile stirring or other methods are usually adopted in engineering to dope a certain amount of curing agent into the foundation or solidify soil bodies, but the methods have the problems of insufficient strengthening strength, relatively long construction period and the like.
In summary, reinforcement treatment of foundation and foundation pit is carried out on soft foundation such as soft soil and filling soil, and a foundation treatment method with fast construction and good effect is needed.
Disclosure of Invention
The invention aims to provide a foundation treatment system adopting circulating pressurization, pressure relief and dewatering combined grouting and a construction method thereof, wherein the ground water is controlled not to be lower than an opening area to form super vacuum through pressurization, inflation, pressurized water, vacuum air suction and drainage and opening of the bottom section of a drainage structure, so that the dewatering effect is improved; meanwhile, the drainage structure is used as a pressurizing inflation and vacuum suction drainage channel and is used for grouting to form a reinforcement body, so that materials are saved, and the foundation treatment effect is obviously improved. The invention has the characteristics of good foundation treatment effect and short construction period, and is beneficial to realizing investment benefit optimization on the premise of ensuring quality and construction period. In order to achieve the purpose, the invention adopts the following technical scheme:
a circulating pressure-relief dewatering system comprises a plurality of drainage structures, the bottoms of the drainage structures penetrate through a stratum to be below an underground water level, the dewatering system comprises a supercharging device, a negative pressure device and a control system, and the supercharging device and the negative pressure device are connected with the control system;
the interior of each drainage structure is hollow, the bottom of each drainage structure is provided with a water permeable hole communicated with the underground water level, and the drainage structures are divided into a pressurizing drainage structure and a negative pressure drainage structure;
the negative pressure device is connected with each negative pressure drainage structure through a negative pressure pipeline;
the pressurizing devices are inflated in the pressurizing drainage structures to form positive pressure to promote underground water to flow to the surrounding negative pressure drainage structures, and the negative pressure devices form negative pressure in the negative pressure drainage structures to enable external underground water to enter the negative pressure drainage structures and be pumped out.
Furthermore, the pressurizing drainage structure and the negative pressure drainage structure are distributed in the stratum in a staggered mode.
Further, the drainage structure is a composite-structure tubular pile, and comprises an inner tubular product, a water permeable material and a filtering material from inside to outside in sequence, and a plurality of water permeable holes are uniformly formed in the side wall of the bottom of the inner tubular product;
the bottom end opening of the inner pipe is sealed by a bottom cover, a sealing structure is arranged at the top of the drainage structure, and the sealing structure is sleeved on the outer diameter of the top end of the inner pipe and is in sealing connection with the upper end faces of the water-permeable material and the filtering material.
Furthermore, the top end of the inner pipe is connected with the pressurization pipeline or the negative pressure pipeline through a reducing joint.
Further, the precipitation system further comprises:
the pressure increasing valve is arranged between the pressure increasing device and the pressure increasing pipeline;
the negative pressure valve is arranged between the negative pressure device and the negative pressure pipeline;
the water level sensor is at least arranged inside the negative pressure drainage structure and used for monitoring the height of the underground water level; wherein the content of the first and second substances,
the control system controls the supercharging device and the supercharging valve thereof to form positive pressure drainage in the supercharging drainage structure through the supercharging pipeline according to the underground water level height monitored by the water level sensor, and/or controls the negative pressure device and the negative pressure valve thereof to form negative pressure water pumping in the negative pressure drainage structure through the negative pressure pipeline.
A foundation treatment system based on the system precipitation combined grouting comprises a grouting device, wherein the grouting device is respectively connected with a pressurization drainage structure and a negative pressure drainage structure through a pressurization pipeline and a negative pressure pipeline, a grouting valve is arranged between the grouting device and the pressurization pipeline and between the grouting device and the negative pressure pipeline, and the grouting device and the grouting valve are connected with a control system;
and when the pressurizing valve or the negative pressure valve is in an opening state, the two grouting valves are kept in a closing state.
A construction method based on the foundation treatment system comprises the following steps:
s1: penetrating a plurality of pressurizing drainage structures and negative pressure drainage structures through the stratum to be below the underground water level;
s2: simultaneously opening a supercharging device and a supercharging valve thereof, and simultaneously opening a negative pressure device and a negative pressure valve thereof, wherein the supercharging device inflates air in each supercharging drainage structure to form positive pressure to promote underground water to flow to the surrounding negative pressure drainage structure, and the negative pressure device forms negative pressure in the negative pressure drainage structure to enable external underground water to enter the inside of the negative pressure drainage structure and be pumped out;
s3: closing the negative pressure device and the negative pressure valve thereof, stopping forming negative pressure in the negative pressure drainage structure, and continuously maintaining the positive pressure formed in the pressurization drainage structure to promote the groundwater to flow to the surrounding negative pressure drainage structure until the precipitation water level reaches the design requirement;
s4: keeping a pressurizing device and a pressurizing valve thereof, a negative pressure device and a negative pressure valve thereof in a closed state, and opening a grouting device and a grouting valve thereof to perform grouting operation in the pressurizing drainage structure and the negative pressure drainage structure;
when the ground water level in the negative pressure drainage structure is lowered to the critical water level, the step S3 is performed, and when the ground water level in the negative pressure drainage structure is restored to exceed the critical water level, the step S2 is performed.
And further, repeating the steps S2-S3 for a plurality of times until the precipitation water level reaches the design requirement, and stopping the inflation and water pumping operation.
Further, after the grouting operation is completed in step S4, the following steps are continued:
s5, casting or placing prefabricated pile caps on the tops of the pressurizing drainage structure and the negative pressure drainage structure in a cast-in-place mode, paving a mattress layer after the maintenance is carried out to a specified age, and pouring a terrace.
The technical advantages of the invention are as follows:
1) the pressurizing drainage structure and the negative pressure drainage structure penetrate through a soft foundation, the drainage consolidation efficiency is improved through circulating inflation pressurization and air suction negative pressure, and a natural sealing section is formed by utilizing underground water in combination with super vacuum, namely deep holes of a vertical drainage system, so that the problem of vacuum degree attenuation along with depth is solved;
2) vacuum dewatering is combined with grouting and reinforcement to strengthen the bearing capacity of foundation soil, the compressibility of the soil body is reduced, and the reinforcing treatment effect of soft soil in the foundation and the foundation pit is further improved.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise.
FIG. 1 is a schematic connection diagram of a cyclic pressure relief and precipitation combined grouting foundation treatment system provided by the invention;
FIG. 2 is a schematic view of a single drainage configuration;
FIGS. 3 to 9 are process views of the construction method of the present invention, in which
FIG. 3 is a cross-sectional view of a drainage plus pressurized drainage structure through a formation to below the groundwater level;
FIG. 4 is a top view of a distribution of pressurized drainage structures and negative pressure drainage structures in an embodiment;
FIG. 5 is a schematic view of a drainage structure connected to a pressurizing device, a negative pressure device and a grouting device through a pipe network;
FIG. 6 is a schematic diagram of air-charging and air-sucking combined precipitation;
FIG. 7 is a schematic diagram of the inflation water level recovery;
FIG. 8 is a schematic view of a grouting operation;
fig. 9 is a schematic view of the curing pile.
Detailed Description
In the following description, numerous specific details are set forth in order to provide a more thorough understanding of the present invention. It will be apparent, however, to one skilled in the art, that the present invention may be practiced without one or more of these specific details. In other instances, well-known features have not been described in order to avoid obscuring the invention.
In the following description, for the purposes of explanation, numerous specific details are set forth in order to provide a thorough understanding of the present invention. The following detailed description of the preferred embodiments of the invention, however, the invention is capable of other embodiments in addition to those detailed.
Referring to fig. 1, the invention provides a circulating pressure-relief dewatering system, which comprises a plurality of drainage structures 1, wherein the bottoms of the drainage structures 1 penetrate through a stratum to be below an underground water level, a foundation treatment system comprises a supercharging device 3, a negative pressure device 4 and a control system 5, and the supercharging device 3 and the negative pressure device 4 are connected with the control system 5. The pressurizing drainage structure 1-1 and the negative pressure drainage structure 1-2 are hollow, the bottoms of the pressurizing drainage structure 1-1 and the negative pressure drainage structure 1-2 are provided with water permeable holes 9 communicated with the underground water level, and the plurality of drainage structures are divided into the pressurizing drainage structure 1-1 and the negative pressure drainage structure 1-2. Wherein, the supercharging device 3 is connected with each supercharging drainage structure 1-1 through a supercharging pipeline 2-2, and the negative pressure device 4 is connected with each negative pressure drainage structure 1-2 through a negative pressure pipeline 2-1.
During construction, the control system 5 controls the supercharging device 3 and the negative pressure device 4: the supercharging device 3 is utilized to inflate the supercharging drainage structures 1-1 to form positive pressure to promote underground water to flow out of the supercharging drainage structures 1-1, the negative pressure device 4 is utilized to form negative pressure in the negative pressure drainage structures 1-2 to enable external underground water to enter the negative pressure drainage structures and be pumped out, the circulating inflation supercharging and the suction negative pressure are utilized to improve the drainage consolidation efficiency, the super vacuum is combined, namely, holes are formed in the deep part of the vertical drainage system, the underground water is utilized to form a natural sealing section, and the problem of attenuation along with the depth vacuum degree is solved.
In practical applications, the pressurized drainage structures 1-1 and the negative pressure drainage structures 1-2 are arranged in various manners, such as staggered distribution, matrix distribution, circumferential distribution, and the like. Fig. 4 shows that in an embodiment of the present invention, the pressurized drainage structures 1-1 and the negative pressure drainage structures 1-2 are distributed in a matrix-like staggered manner in the ground, and two negative pressure drainage structures 1-2 are disposed between any two adjacent pressurized drainage structures 1-1 in a row/column to ensure a more uniform precipitation process.
In an optional embodiment of the invention, the drainage structure 1 is a tubular pile with a composite structure, and comprises an inner tubular material 13, a water permeable material 14 and a filtering material 15 from inside to outside in sequence, and a plurality of water permeable holes 9 are uniformly formed in the side wall of the bottom of the inner tubular material 13; the bottom end opening of the drainage structure is sealed by a bottom cover 16, a sealing structure 8 is arranged at the top of the drainage structure, and the sealing structure 8 is sleeved on the outer diameter of the inner pipe 13 and is in sealing contact with the upper end faces of the permeable material 14 and the filtering material 15. In one embodiment, the inner tubular member 13 is a high-strength pipe made of high-strength PVC, steel or the like having reinforcing ribs on the inner wall, and the water permeable tubular member 14 is a plastic blind-ditch pipe or sand-free pipe well with a certain thickness and water permeability. The sealing structure 8 (rubber sealing ring) is arranged at the top of the water-permeable pipe 14 to prevent gas in the pipe from communicating with the atmosphere through the port. The bottom pipe wall of the inner pipe 13 is uniformly provided with water permeable holes 9 within the range of 0.5-4.5 m above the pile end according to the requirement for stratum reinforcement, the diameter of each water permeable hole 9 is 5-15 mm, the water permeable holes are arranged in a quincunx shape, and the distance is 0.3-0.6 m. The filter material 15 may be a geotextile fabric that wraps around the periphery and ends of the water permeable tubing 14 and allows water and slurry to pass through but prevents soil particles from adversely entering the thick walled water permeable tubing 14. The bottom opening of the inner tube 13 is sealed by a bottom cover 16(PVC material) so that the external water level can only enter the inner tube 13 through the filter material 15 and the water permeable tube 14.
The pressurizing pipeline 2-2 and the negative pressure pipeline 2-1 are respectively provided with a plurality of tee joints, the tee joints on the pressurizing pipeline 2-2 are respectively connected with the pressurizing drainage structures 1-1, and the tee joints on the negative pressure pipeline 2-1 are respectively connected with the negative pressure drainage structures 1-2. A pressure increasing valve 12-2 is arranged between the pressure increasing device 3 and the pressure increasing pipeline 2-2, and a negative pressure valve 12-1 is arranged between the negative pressure device 4 and the negative pressure pipeline 2-1. The pressure increasing valve 12-2 and the negative pressure valve 12-1 are both connected by the control system 5, the pressure increasing valve 12-2 and the pressure increasing device 3 are synchronously opened and closed, and the negative pressure valve 12-1 and the negative pressure device 4 are synchronously opened and closed.
Preferably, the top of the inner pipe 13 of the drainage structure is provided with a reinforced reducer union 7, the reinforced reducer union 7 is connected with the booster pipeline 2-2 and the negative pressure pipeline 2-1, and the reinforced reducer union 7 can meet the requirements of inflation pressure, suction negative pressure and grouting pressure at the same time, so that the water-reducing and grouting can be shared.
In an alternative embodiment of the invention, the precipitation system further comprises a water level sensor 10 and a control system 5. The water level sensor 10 is installed on the inner wall of the inner pipe 13 and used for monitoring the liquid level height of the underground water level, preferably, the water level sensor 10 is arranged in the inner pipe 13 of the negative pressure drainage structure 1-2 and transmits signals to the control system 5 in a wired/wireless mode, and the control system 5 dynamically adjusts the working states of the supercharging device 3 and the supercharging valve 12-2 thereof, the negative pressure device 4 and the negative pressure valve 12-1 thereof according to the underground water level height monitored by the water level sensor 10.
In addition, the invention also provides a foundation treatment system based on the dewatering system, which comprises a grouting device 6, wherein the grouting device 6 is respectively connected with the supercharging drainage structure 1-1 and the negative pressure drainage structure 1-2 through a supercharging pipeline 2-2 and a negative pressure pipeline 2-1, a grouting valve 11 is arranged between the grouting device 6 and the supercharging pipeline 2-2 and between the grouting device 6 and the negative pressure pipeline 2-1, and the grouting device 6 and the grouting valve 11 are both connected with a control system 5. After the precipitation system finishes precipitation operation, the supercharging device 3 and the supercharging valve 12-2 thereof, the negative pressure device 4 and the negative pressure valve 12-1 thereof are closed at the same time, then the grouting valve 11 and the grouting device 6 are opened, and grouting operation is carried out in the drainage structure 1 (namely all the supercharging drainage structures 1-1+ all the negative pressure drainage structures 1-2) by utilizing the supercharging pipeline 2-2 and the negative pressure pipeline 2-1. It should be noted that the pressure-increasing valve 12-2 or the negative pressure valve 12-1 can be opened under the condition that both grouting valves 11 are kept closed. The invention strengthens the bearing capacity of the foundation soil by combining vacuum dewatering with grouting and reinforcement, reduces the compressibility of the soil body and further improves the reinforcing treatment effect of soft soil in the foundation and the foundation pit.
The construction method of the above-described foundation treatment system will be further described below.
The preparation work specifically comprises the following steps:
s11, construction drainage structure: and (3) penetrating a plurality of prefabricated pressurization drainage structures 1-1 and negative pressure drainage structures 1-2 below the underground water level through the soft foundation, as shown in figures 3-4. The pressurizing drainage structure 1-1 and the negative pressure drainage structure 1-2 can be vertically or obliquely arranged, and pile sinking construction is carried out by adopting modes of hole forming, vibration or static pressure and the like. For the sake of brevity, the pressurization drainage structure 1-1 and the negative pressure drainage structure 1-2 are hereinafter collectively referred to as the drainage structure 1. When the pile is sunk in a vibration or static pressure mode, the outer sleeve steel pipe is arranged outside the prefabricated drainage structure 1, the end part of the prefabricated drainage structure is provided with the sealing plate, and after the pile is sunk to the designed elevation, the steel sleeve of the recovery sleeve is pulled out, and the construction of the drainage structure is repeated.
S12, connecting the devices: the pressurizing drainage structure 1-1 is connected with the pressurizing pipeline 2-2 through the reinforced reducing joint 7 and the tee joint, and the negative pressure drainage structure 1-2 is connected with the negative pressure pipeline 2-1. The pressurizing pipeline 2-2 is connected with the pressurizing device 3, the negative pressure pipeline 2-1 is connected with the negative pressure device 4, and the pressurizing pipeline 2-2 and the negative pressure pipeline 2-1 are respectively connected with the grouting device 6 through the grouting valve 11. The main pipe connected with one side of the supercharging device 3 and one side of the negative pressure device 4 are respectively provided with a supercharging valve 12-2 and a negative pressure valve 12-1. The supercharging device 3, the negative pressure device 4, the water level sensor 10, the grouting device 6 and all control valves (the supercharging valve 12-2, the negative pressure valve 12-1 and the grouting valve 11) are connected to the control system 5. As shown in fig. 5.
The drainage operation specifically comprises the following steps:
s2, air charging and air suction combined precipitation: as shown in fig. 6, the control system 5 closes the grouting valve 11, simultaneously opens the supercharging device 3 and its supercharging valve 12-2, and simultaneously opens the negative pressure device 4 and its negative pressure valve 12-1, and then keeps the supercharging device 3 and the negative pressure device 4 operating simultaneously under the precondition of ensuring the system to be airtight during supercharging and vacuumizing, the supercharging device 3 inflates air into the supercharging drainage structure 1-1 to promote the groundwater to be drained through the water permeable holes 9 and flow to the surrounding negative pressure drainage structure 1-2, negative pressure is formed in the negative pressure drainage structure 1-2 under the suction effect of the negative pressure device 4, and the groundwater is rapidly drained under the condition of combining the positive pressure in the supercharging drainage structure 1-1 and the negative pressure in the negative pressure drainage structure 1-2.
S3, restoring the inflation water level: when the water level in the negative pressure drainage structure pipe is lower than the critical water level, as shown in fig. 7, the negative pressure device 4 and the negative pressure valve 12-1 thereof are closed, the negative pressure formation in the negative pressure drainage structure 1-2 is stopped, and the positive pressure formation in the pressurized drainage structure 1-1 is continuously maintained to promote the groundwater to flow out from the water permeable holes 9 in the pressurized drainage structure 1-1.
When the underground water level in the negative pressure drainage structure 1-2 is lowered to the critical water level, step S3 is performed, and when the underground water level in the negative pressure drainage structure 1-2 is restored to exceed the critical water level, step S2 is performed. And (5) repeating the steps S2-S3 for a plurality of times until the precipitation water level reaches the design requirement, and closing the supercharging device 3 and the supercharging valve 12-2 thereof, the negative pressure device 4 and the negative pressure valve 12-1 thereof to stop the operations of air inflation and water pumping.
The grouting operation specifically comprises the following steps:
s4, as shown in figure 8, the supercharging device 3 and the supercharging valve 12-2 thereof, the negative pressure device 4 and the negative pressure valve 12-1 thereof are all in a closed state, the grouting valve 11 and the grouting device 6 are opened, cement grout is injected into the supercharging drainage structure 1-1 and the negative pressure drainage structure 1-2, and after the drainage structures are filled with the grout, the grouting valve 11 and the grouting device 6 are closed.
The maintenance pile-forming method specifically comprises the following steps:
s6, as shown in fig. 9, after grouting, the precast pile caps 17 can be cast in place or placed according to design requirements, and after curing to a specified age, the mattress layer 18 can be laid and the terrace 19 can be poured.
The above description is of the preferred embodiment of the invention. It is to be understood that the invention is not limited to the particular embodiments described above, in that devices and structures not described in detail are understood to be implemented in a manner common in the art; those skilled in the art can make many possible variations and modifications to the disclosed embodiments, or modify equivalent embodiments to equivalent variations, without departing from the spirit of the invention, using the methods and techniques disclosed above. Therefore, any simple modification, equivalent change and modification made to the above embodiments according to the technical essence of the present invention are still within the scope of the protection of the technical solution of the present invention, unless the contents of the technical solution of the present invention are departed.
Claims (9)
1. A circulating pressure-relief dewatering system comprises a plurality of drainage structures (1), wherein the bottoms of the drainage structures (1) penetrate through a stratum to be below an underground water level, and is characterized by comprising a supercharging device (3), a negative pressure device (4) and a control system (5), wherein the supercharging device (3) and the negative pressure device (4) are connected with the control system (5);
the interior of each drainage structure (1) is hollow, the bottom of each drainage structure is provided with a water permeable hole (9) communicated with the underground water level, and the drainage structures (1) are divided into a pressurizing drainage structure (1-1) and a negative pressure drainage structure (1-2);
the supercharging device (3) is connected with each supercharging drainage structure (1-1) through a supercharging pipeline (2-2), and the negative pressure device (4) is connected with each negative pressure drainage structure (1-2) through a negative pressure pipeline (2-1);
the supercharging device (3) is used for inflating the supercharging drainage structures (1-1) to form positive pressure to promote underground water to flow to the surrounding negative pressure drainage structures (1-2), and the negative pressure device (4) is used for forming negative pressure in the negative pressure drainage structures (1-2) to enable external underground water to enter the negative pressure drainage structures (1-2) and be pumped out.
2. The precipitation system according to claim 1, wherein the pressurized drainage structures (1-1) and the negative pressure drainage structures (1-2) are distributed in a staggered manner in the ground formation.
3. The dewatering system according to claim 1, characterized in that the drainage structure is a composite tubular pile, which comprises an inner tubular material (13), a water permeable material (14) and a filtering material (15) from inside to outside, and a plurality of water permeable holes (9) are uniformly formed in the bottom side wall of the inner tubular material (13);
the bottom end opening of the inner pipe (13) is sealed by a bottom cover (16), a sealing structure (8) is arranged at the top of the drainage structure, and the sealing structure (8) is sleeved on the outer diameter of the top end of the inner pipe (13) and is in sealing connection with the upper end faces of the water permeable material (14) and the filtering material (15).
4. A precipitation system according to claim 3, wherein the top end of said inner pipe (13) is connected to said pressurizing line (2-2) or said negative pressure line (2-1) by means of a reducer union.
5. The precipitation system of claim 1, further comprising:
the pressure increasing valve (12-2) is arranged between the pressure increasing device (3) and the pressure increasing pipeline (2-2);
the negative pressure valve (12-1) is arranged between the negative pressure device (4) and the negative pressure pipeline (2-1);
a water level sensor (10) installed at least inside the negative pressure drainage structure (1-2) for monitoring a ground water level height; wherein the content of the first and second substances,
the water level sensor (10) is connected with the control system (5), the control system (5) controls the supercharging device (3) and the supercharging valve (12-2) to form positive pressure drainage in the supercharging drainage structure (1-1) through the supercharging pipeline (2-2) according to the underground water level height monitored by the water level sensor (10), and/or controls the negative pressure device (4) and the negative pressure valve (12-1) to form negative pressure water pumping in the negative pressure drainage structure (1-2) through the negative pressure pipeline (2-1).
6. A foundation treatment system based on the precipitation system of claim 5, characterized in that the foundation treatment system comprises a grouting device (6), the grouting device (6) is respectively connected with a pressurizing drainage structure (1-1) and a negative pressure drainage structure (1-2) through a pressurizing pipeline (2-2) and a negative pressure pipeline (2-1), a grouting valve (11) is arranged between the grouting device (6) and the pressurizing pipeline (2-2) and between the grouting device (6) and the negative pressure pipeline (2-1), and the grouting device (6) and the grouting valve (11) are both connected with the control system (5);
when the pressure increasing valve (12-2) or the negative pressure valve (12-1) is in an opening state, both the grouting valves (11) are kept in a closing state.
7. A construction method based on the foundation treatment system of claim 6, comprising the steps of:
s1: penetrating a plurality of pressurizing drainage structures (1-1) and negative pressure drainage structures (1-2) to be below the underground water level through the stratum;
s2: simultaneously starting a supercharging device (3) and a supercharging valve (12-2) thereof, and simultaneously starting a negative pressure device (4) and a negative pressure valve (12-1) thereof, wherein the supercharging device (3) is inflated in each supercharging drainage structure (1-1) to form positive pressure to promote underground water to flow to the surrounding negative pressure drainage structure (1-2), and the negative pressure device (4) forms negative pressure in the negative pressure drainage structure (1-2) to enable external underground water to enter the negative pressure drainage structure (1-2) and be pumped out;
s3: closing the negative pressure device (4) and the negative pressure valve (12-1) thereof, stopping forming negative pressure in the negative pressure drainage structure (1-2), and continuously maintaining the positive pressure formed in the pressurization drainage structure (1-1) to promote the groundwater to flow to the surrounding negative pressure drainage structure (1-2) until the precipitation water level reaches the design requirement;
s4: keeping a supercharging device (3) and a supercharging valve (12-2) thereof, a negative pressure device (4) and a negative pressure valve (12-1) thereof in a closed state, and starting a grouting device (6) and a grouting valve (11) thereof to perform grouting operation in the supercharging drainage structure (1-1) and the negative pressure drainage structure (1-2);
wherein, when the underground water level in the negative pressure drainage structure (1-2) is reduced to the critical water level, the step S3 is carried out, and when the underground water level in the negative pressure drainage structure (1-2) is recovered to exceed the critical water level, the step S2 is carried out.
8. The construction method as claimed in claim 7, wherein the steps S2-S3 are repeated several times until the precipitation level reaches the design requirement, and then the aeration and pumping operations are stopped.
9. The construction method according to claim 7, wherein after the grouting operation is completed in step S4, the following steps are continued:
s5, casting or placing a prefabricated pile cap (17) on the top of the pressurizing drainage structure (1-1) and the negative pressure drainage structure (1-2) in situ, laying a mattress layer (18) after the maintenance is finished to a specified age, and casting a terrace (19).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114108597A (en) * | 2021-11-04 | 2022-03-01 | 武汉南方旭域科技工程有限公司 | Vacuum drainage grouting method |
| CN115419045A (en) * | 2022-10-24 | 2022-12-02 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for reinforcing soft soil foundation by combining post-grouting type composite foundation and booster-type vacuum preloading |
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- 2021-05-26 CN CN202110576172.3A patent/CN113279388A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114108597A (en) * | 2021-11-04 | 2022-03-01 | 武汉南方旭域科技工程有限公司 | Vacuum drainage grouting method |
| CN115419045A (en) * | 2022-10-24 | 2022-12-02 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for reinforcing soft soil foundation by combining post-grouting type composite foundation and booster-type vacuum preloading |
| CN115419045B (en) * | 2022-10-24 | 2023-06-09 | 水利部交通运输部国家能源局南京水利科学研究院 | Method for reinforcing soft soil foundation by post grouting type combined supercharging type vacuum preloading |
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